CN116738724B - Construction method of surrounding rock mechanical property dynamic damage constitutive model - Google Patents
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- 239000011435 rock Substances 0.000 title claims abstract description 270
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Abstract
The invention discloses a construction method of a surrounding rock mechanical property dynamic damage constitutive model, which comprises the following steps: according to various parameters of the surrounding rock properties, calculating the damage degree of surrounding rock crack expansion under the action of seepage and the surrounding rock soil damage degree under the action of flow-force coupling, so as to obtain the surrounding rock damage degree of the flow-force coupling field; reducing part of parameters according to the surrounding rock damage degree of the flow-force coupling field, and calculating the surrounding rock damage degree after the thermal-force coupling field damage according to the reduced part of parameters and the surrounding rock damage degree of the flow-force coupling field; according to the surrounding rock damage degree after the thermal-force coupling field damage and the surrounding rock damage degree of the flow-force coupling field, the surrounding rock damage degree under the action of the water-force-thermal multi-field coupling caused by thermal convection is obtained, and further the strain increment of the surrounding rock is obtained; and constructing a surrounding rock dynamic damage constitutive model with the strain intensity changing along with the strain increment according to the strain increment of the surrounding rock. The invention can enhance the feasibility of surrounding rock construction and safety management.
Description
Technical Field
The invention relates to the technical field of surrounding rock modeling, in particular to a method for constructing a surrounding rock mechanical property dynamic damage constitutive model.
Background
In recent years, with the development of scientific technology, engineering construction at home and abroad is gradually developed towards deep parts, but the deep part construction faces a plurality of difficulties such as high temperature, high pore water pressure, high ground stress and the like. In addition, the geological conditions in western regions of China are complex, and the construction condition of hydraulic heat multi-field coupling caused by high-temperature hot water often occurs in the large-scale engineering construction process. Many students at home and abroad invest a great deal of effort to study the influence of high temperature on rock properties, and the disaster-causing mechanism and numerical simulation research of thermal-force coupling and flow-force coupling are carried out, so that a great deal of outstanding results are obtained.
Although there are many fields in which related problems in this field are solved by related models concerning thermo-force coupling and flow-force coupling, there are few applications of disaster causing mechanisms of multi-field coupling to construction of constitutive models of surrounding rock. How to reasonably construct a surrounding rock dynamic damage model through a multi-field coupling disaster-causing mechanism has important significance for guiding tunnel construction and safety. Therefore, the construction method is expected to construct a surrounding rock dynamic damage constitutive model aiming at the condition of hydraulic heat multi-field coupling disasters caused by high-temperature hot water, so that site construction and safety are guided more accurately.
Disclosure of Invention
The invention aims to provide a construction method for dynamic damage of a surrounding rock mechanical property constitutive model, which aims at the problem of hydraulic heat multi-field coupling surrounding rock disasters caused by high-temperature hot water, considers factors causing damage to surrounding rock from various aspects and relations among disaster conditions, and therefore enhances the feasibility of surrounding rock construction and safety management.
The technical scheme for solving the technical problems is as follows:
the invention provides a construction method of a surrounding rock mechanical property dynamic damage constitutive model, which comprises the following steps:
s1: acquiring various parameters of surrounding rock properties;
s2: according to various parameters of the surrounding rock properties, calculating the damage degree of surrounding rock crack expansion under the action of seepage and the damage degree of surrounding rock and soil under the action of flow-force coupling;
s3: obtaining the surrounding rock damage degree of the flow-force coupling field according to the damage degree of surrounding rock crack expansion under the seepage effect and the surrounding rock soil damage degree under the flow-force coupling effect;
s4: reducing part of the parameters according to the damage degree of the surrounding rock of the flow-force coupling field to obtain reduced part of parameters;
s5: calculating the damage degree of surrounding rock after the thermal-force coupling field damage according to the partial parameters after the reduction and the damage degree of the surrounding rock of the flow-force coupling field;
s6: obtaining the surrounding rock damage degree under the water-force-heat multi-field coupling effect caused by heat convection according to the surrounding rock damage degree after the heat-force coupling field damage and the flow-force coupling field surrounding rock damage degree;
s7: obtaining the strain increment of the surrounding rock according to the surrounding rock damage degree and the rheological aging model under the water-force-heat multi-field coupling effect caused by heat convection;
s8: and constructing a surrounding rock dynamic damage constitutive model with the strain intensity changing along with the strain increment according to the strain increment of the surrounding rock.
Optionally, in the step S1, the parameters of the surrounding rock property include:
compression modulus E of rock mass s Initial porosity of surrounding rock in nondestructive statePoisson ratio v, osmotic pressure p w Stress sigma of surrounding rock i (i=1, 2, 3), rock mass peak intensity F pk Peak strain epsilon pk Angle of internal friction->Rock anisotropy coefficient acr, rock thermal conductivity coefficient lambda, surface heat transfer coefficient h and specific heat capacity C of rock p And cohesion c.
Optionally, in the step S2, the damage degree D of the surrounding rock fracture expansion under the seepage effect 1 The method comprises the following steps:
wherein,represents the initial porosity of surrounding rock in a nondestructive state, v represents poisson ratio, E s Representing the compression modulus, sigma, of a rock mass i Representing the surrounding rock stress and sigma i (i＝1、2、3)，p w Indicating the osmotic pressure.
Optionally, in the step S2, the degree of damage D of the surrounding rock and the soil under the action of the flow-force coupling 2 The method comprises the following steps:
wherein,represents the internal friction angle, sigma i Representing the surrounding rock stress and sigma i (i＝1、2、3)，F pk Represents the peak intensity of the rock mass, acr represents the anisotropy coefficient of the rock mass and acr=ln [ E epsilon ] pk /(σ 1 -2vσ 3 )]，ε pk Represents peak strain, v represents poisson's ratio, E represents elastic modulus of rock mass, p w Indicating osmotic pressureForce.
Optionally, in the step S3, the degree of damage D of the surrounding rock of the flow-force coupling field w The method comprises the following steps:
D w ＝D 1 +D 2
wherein D is 1 Represents the damage degree of surrounding rock fracture expansion under the action of seepageD 2 Representing the degree of surrounding rock-soil damage under the action of flow-force coupling and +.> Represents the initial porosity of surrounding rock in a nondestructive state, v represents poisson ratio, E s Representing the compression modulus, sigma, of a rock mass i Representing the surrounding rock stress and sigma i (i＝1、2、3)，p w Indicates the osmotic pressure, ++>Represents the internal friction angle, F pk Represents the peak intensity of the rock mass, acr represents the anisotropy coefficient of the rock mass and acr=ln [ E epsilon ] pk /(σ 1 -2vσ 3 )]，ε pk The peak strain is shown, and E is the elastic modulus of the rock mass.
Optionally, in the step S4, the reduced partial parameters include a reduced internal friction angle, a reduced rock strength, and a reduced cohesion;
the internal friction angle after the folding is reducedThe method comprises the following steps:
the strength F of the rock mass after the fracture w The method comprises the following steps:
the cohesive force c after the folding w The method comprises the following steps:
c w ＝c(1-D w )
wherein D is w Indicating the extent of damage to the surrounding rock of the flow-force coupling field,represents the internal friction angle, F pk Representing peak rock mass strength, v representing poisson's ratio, σ i Representing the surrounding rock stress and sigma i (i＝1、2、3)，p w Indicates the osmotic pressure, ++>The initial porosity of surrounding rock in a nondestructive state is represented, lambda represents the heat conductivity coefficient of rock mass, h represents the surface heat conductivity coefficient, and c represents the cohesive force.
Optionally, in the step S5, the degree D of damage of the surrounding rock after the thermal-force coupling field damage T The method comprises the following steps:
wherein lambda represents the heat conductivity coefficient of the rock mass, v represents the Poisson's ratio, C p Representing the specific heat capacity of the rock mass, F w Representing the strength of the rock mass after the fracture and sigma i Representing the surrounding rock stress and sigma i (i＝1、2、3)，Represents the internal friction angle after the reduction, c w Represents the cohesion after the reduction, K v Representing the rock mass integrity coefficient, ctg is the sign of the trigonometric function cotangent and +.>
Optionally, in the step S6, the degree D of surrounding rock damage under the action of the water-force-heat multi-field coupling caused by heat convection is:
wherein D is w Indicating the damage degree of surrounding rock of the flow-force coupling field, D T Indicating the degree of surrounding rock damage after thermal-force coupling field damage, e αT Indicating that h represents the surface heat transfer coefficient, p w The pressure of the seepage is expressed,indicating the initial porosity of the surrounding rock in the non-destructive state.
Optionally, in the step S7, the strain increment epsilon of the surrounding rock t The method comprises the following steps:
wherein ε 1 Is the plastic strain increment along the direction of the minimum principal stress andε 2 is the plastic strain increment along the direction of the maximum principal stress and +.>I 1 A first invariant representing a stress tensor; j (J) 2 The second invariant of stress deflection is represented by t, the time from the tunnel excavation unloading is represented by E, the elastic modulus of the rock mass is represented by D, the damage degree of surrounding rock under the coupling effect of water-force-heat multiple fields caused by heat convection is represented by V, and the Poisson ratio is represented by v.
Optionally, in the step S8, the surrounding rock dynamic damage constitutive model includes a dynamic damaged rock mass elastic modulus, a dynamic damaged cohesive force and a dynamic damaged internal friction angle;
the dynamically damaged rockModulus of elasticity E of body t The method comprises the following steps:
cohesive force c of the dynamic injury t The method comprises the following steps:
the internal friction angle of the dynamic damage is as follows:
wherein sigma i Representing the surrounding rock stress and sigma i (i=1, 2, 3), v denotes poisson's ratio, D denotes the degree of surrounding rock damage due to the water-force-heat multi-field coupling caused by heat convection, epsilon t Represents the strain increment of the surrounding rock, and E represents the elastic modulus of the rock mass.
The invention has the following beneficial effects:
1. the invention mainly aims at the problem of hydraulic thermal multi-field coupling surrounding rock disasters caused by high-temperature hot water, considers factors causing damage to the surrounding rock from multiple aspects and the relation between disaster conditions, so that the invention has higher accuracy and has strong guiding effect on the construction and safety management of the real surrounding rock;
2. when the model is built, firstly, the initial damage of the flow-force coupling surrounding rock is considered, the thermal-force coupling surrounding rock damage degree of the rock mass is calculated on the basis of the initial damage, and the disaster causing mechanism of the hydraulic thermal multi-field coupling surrounding rock disaster caused by high-temperature hot water is fully matched, so that the calculation structure is more accurate and reasonable;
3. aiming at the region with complex geological conditions caused by high-temperature hot water, the method has the advantages of simple calculation and reliable result, and can just play a guiding role because the surrounding rock damage condition under the condition of hydraulic heat multi-field coupling disasters is very complex and engineering accidents are easy to cause.
Drawings
FIG. 1 is a flow chart of a method for constructing a dynamic damage constitutive model of surrounding rock mechanical properties.
Detailed Description
The principles and features of the present invention are described below with reference to the drawings, the examples are illustrated for the purpose of illustrating the invention and are not to be construed as limiting the scope of the invention.
Example 1
The invention provides a construction method of a surrounding rock mechanical property dynamic damage constitutive model, which is shown by referring to fig. 1, and comprises the following steps:
s1: carrying out an indoor test by means of on-site in-situ test and sampling to obtain various parameters of surrounding rock properties;
parameters of the surrounding rock properties include:
compression modulus E of rock mass s Initial porosity of surrounding rock in nondestructive statePoisson ratio v, osmotic pressure p w Stress sigma of surrounding rock i (i=1, 2, 3), rock mass peak intensity F pk Peak strain epsilon pk Angle of internal friction->Rock anisotropy coefficient acr, rock thermal conductivity coefficient lambda, surface heat transfer coefficient h and specific heat capacity C of rock p And cohesion c.
S2: according to various parameters of the surrounding rock properties, calculating the damage degree of surrounding rock crack expansion under the action of seepage and the damage degree of surrounding rock and soil under the action of flow-force coupling;
here, the damage degree D of surrounding rock fracture expansion under the action of seepage 1 The method comprises the following steps:
wherein,represents the initial porosity of surrounding rock in a nondestructive state, v represents poisson ratio, E s Representing the compression modulus, sigma, of a rock mass i Representing the surrounding rock stress and sigma i (i＝1、2、3)，p w Indicating the osmotic pressure.
Degree of surrounding rock-soil damage D under flow-force coupling action 2 The method comprises the following steps:
wherein,represents the internal friction angle, sigma i Representing the surrounding rock stress and sigma i (i＝1、2、3)，F pk Represents the peak intensity of the rock mass, acr represents the anisotropy coefficient of the rock mass and acr=ln [ E epsilon ] pk /(σ 1 -2vσ 3 )]，ε pk Represents peak strain, v represents poisson's ratio, E represents elastic modulus of rock mass, p w Indicating the osmotic pressure.
S3: obtaining the surrounding rock damage degree of the flow-force coupling field according to the damage degree of surrounding rock crack expansion under the seepage effect and the surrounding rock soil damage degree under the flow-force coupling effect;
degree of fluid-force coupling field surrounding rock damage D w The method comprises the following steps:
D w ＝D 1 +D 2
wherein D is 1 Represents the damage degree of surrounding rock fracture expansion under the action of seepageD 2 Representing the degree of surrounding rock-soil damage under the action of flow-force coupling and +.> Represents the initial porosity of surrounding rock in a nondestructive state, v represents poisson ratio, E s Representing the compression modulus, sigma, of a rock mass i Representing the surrounding rock stress and sigma i (i＝1、2、3)，p w Indicates the osmotic pressure, ++>Represents the internal friction angle, F pk Represents the peak intensity of the rock mass, acr represents the anisotropy coefficient of the rock mass and acr=ln [ E epsilon ] pk /(σ 1 -2vσ 3 )]，ε pk The peak strain is shown, and E is the elastic modulus of the rock mass.
S4: reducing part of the parameters according to the damage degree of the surrounding rock of the flow-force coupling field to obtain reduced part of parameters;
the partial parameters after the reduction comprise the internal friction angle after the reduction, the rock mass strength after the reduction and the cohesive force after the reduction;
the internal friction angle after the folding is reducedThe method comprises the following steps:
the strength F of the rock mass after the fracture w The method comprises the following steps:
the cohesive force c after the folding w The method comprises the following steps:
c w ＝c(1-D w )
wherein D is w Indicating the extent of damage to the surrounding rock of the flow-force coupling field,represents the internal friction angle, F pk Representing peak rock mass strength, v representing poisson's ratio, σ i Representing the surrounding rock stress and sigma i (i＝1、2、3)，p w Indicates the osmotic pressure, ++>The initial porosity of surrounding rock in a nondestructive state is represented, lambda represents the heat conductivity coefficient of rock mass, h represents the surface heat conductivity coefficient, and c represents the cohesive force.
S5: calculating the damage degree of surrounding rock after the thermal-force coupling field damage according to the partial parameters after the reduction and the damage degree of the surrounding rock of the flow-force coupling field;
degree of wall rock damage D after thermal-force coupling field damage T The method comprises the following steps:
wherein lambda represents the heat conductivity coefficient of the rock mass, v represents the Poisson's ratio, C p Representing the specific heat capacity of the rock mass, F w Representing the strength of the rock mass after the fracture and sigma i Representing the surrounding rock stress and sigma i (i＝1、2、3)，Represents the internal friction angle after the reduction, c w Represents the cohesion after the reduction, K v Representing the rock mass integrity coefficient, ctg is the sign of the trigonometric function cotangent and +.>
S6: obtaining the surrounding rock damage degree under the water-force-heat multi-field coupling effect caused by heat convection according to the surrounding rock damage degree after the heat-force coupling field damage and the flow-force coupling field surrounding rock damage degree;
the degree D of surrounding rock damage under the action of water-force-heat multi-field coupling caused by heat convection is as follows:
wherein D is w Indicating the damage degree of surrounding rock of the flow-force coupling field, D T Indicating the degree of surrounding rock damage after thermal-force coupling field damage, e αT Indicating that h represents the surface heat transfer coefficient, p w The pressure of the seepage is expressed,indicating the initial porosity of the surrounding rock in the non-destructive state.
S7: obtaining the strain increment of the surrounding rock according to the surrounding rock damage degree and the rheological aging model under the water-force-heat multi-field coupling effect caused by heat convection;
strain increment epsilon of surrounding rock t The method comprises the following steps:
wherein ε 1 Is the plastic strain increment along the direction of the minimum principal stress andε 2 is the plastic strain increment along the direction of the maximum principal stress and +.>I 1 A first invariant representing a stress tensor; j (J) 2 The second invariant of stress deflection is represented by t, the time from the tunnel excavation unloading is represented by E, the elastic modulus of the rock mass is represented by D, the damage degree of surrounding rock under the coupling effect of water-force-heat multiple fields caused by heat convection is represented by V, and the Poisson ratio is represented by v.
S8: and constructing a surrounding rock dynamic damage constitutive model with the strain intensity changing along with the strain increment according to the strain increment of the surrounding rock.
The surrounding rock dynamic damage constitutive model comprises a dynamic damaged rock body elastic modulus, a dynamic damaged cohesive force and a dynamic damaged internal friction angle;
elastic modulus E of the dynamically damaged rock mass t The method comprises the following steps:
cohesive force c of the dynamic injury t The method comprises the following steps:
the internal friction angle of the dynamic damage is as follows:
wherein sigma i Representing the surrounding rock stress and sigma i (i=1, 2, 3), v denotes poisson's ratio, D denotes the degree of surrounding rock damage due to the water-force-heat multi-field coupling caused by heat convection, epsilon t Represents the strain increment of the surrounding rock, and E represents the elastic modulus of the rock mass.
Example 2
The effect of the scheme is further described by combining specific implementation cases, a project of hydraulic thermal multi-field coupling caused by heat convection generated by high-temperature hot water in the deep underground in a tunnel address area is selected, and the dynamic damage condition of the mechanical properties of surrounding rocks is analyzed. After surrounding rock is excavated for one month, the water temperature is measured to be 95 degrees at most, and the rock temperature is measured to be 65 degrees at most; osmotic pressure p w =1.804 Mpa, ground stress condition σ 1 ＝44.6Mpa，σ 2 ＝39.3Mpa，σ 3 =35.7 Mpa; the peak strength of the lossless rock mass under the confining pressure condition is F pk ＝386Mpa，c=25.04 Mpa, peak strain ε pk =0.010, modulus of elasticity e=38.6 Gpa, poisson ratio v=0.22, rock mass integrity coefficient K v =0.73; initial porosity->Compression modulus E s 17.31Gpa, rock mass thermal conductivity λ= 5.336W/(m) 2 K) specific heat capacity C p 1214J/(kg·k), surface heat transfer coefficient h= 0.5336W/(m) 2 ·K),α＝9.5×10 -6 K -1 。
By integrating all the field data and experimental data, the crack expansion damage degree D of the surrounding rock caused by groundwater seepage can be determined according to the description of the embodiment 1 of the invention 1 ＝0.0305；
Degree of damage D to surrounding rock mass strength under action of flow-force coupling field 1 ＝0.0566。
Then according to the crack expansion damage degree D of the groundwater seepage to the surrounding rock 1 Degree of damage D to surrounding rock mass strength under action of coupling field of flow and force 2 Obtaining the overall damage degree D of surrounding rock of the flow-force coupling field w ＝0.0871。
Then according to the calculated overall damage degree D of the surrounding rock of the flow-force coupling field w Obtaining the surrounding rock damage degree D after the thermal-force coupling field damage T ＝0.0887；
The overall damage degree D of the surrounding rock of the flow-force coupling field obtained through the calculation w And degree of wall rock damage D after thermal-force coupling field damage T And calculating to obtain the surrounding rock damage degree D=0.2770 under the action of water-force-heat multi-field coupling.
The plastic strain increment epsilon along the direction of the minimum principal stress can be obtained under the action of the surrounding rock damage degree D under the coupling effect of the water-force-heat multiple fields obtained by the calculation 1 =0.00168 plastic strain increase epsilon along the direction of maximum principal stress 2 ＝0.00762；
Finally according to the epsilon obtained by calculation 1 And epsilon 2 Obtaining dynamic damage epsilon of hydraulic thermal multi-field coupling surrounding rock t = 0.00774, consistent with field reality.
Finally, constructing a dynamic damage constitutive model of surrounding rock mechanical property under the coupling effect of the hydraulic thermal multi-field based on the accumulated strain increment, and calculating according to the sumThe elastic modulus of the rock mass after damage is E t = 29.69Gpa; cohesive force of rock mass after injury is c t =19.26 Mpa; the internal friction angle after injury is
In conclusion, the dynamic damage constitutive model of the surrounding rock mechanical property constructed by the method is suitable for calculating tunnel surrounding rock damage under most of hydraulic heat multi-field coupling disaster conditions caused by high-temperature underground water, has definite applicable objects, can completely judge the surrounding rock damage under the multi-field coupling disaster conditions, and can be used for guiding site construction.
The foregoing description of the preferred embodiments of the invention is not intended to limit the invention to the precise form disclosed, and any such modifications, equivalents, and alternatives falling within the spirit and scope of the invention are intended to be included within the scope of the invention.
Claims (4)
1. The construction method of the surrounding rock mechanical property dynamic damage constitutive model is characterized by comprising the following steps of:
s1: acquiring various parameters of surrounding rock properties;
s2: according to various parameters of the surrounding rock properties, calculating the damage degree of surrounding rock crack expansion under the action of seepage and the damage degree of surrounding rock and soil under the action of flow-force coupling;
s3: obtaining the surrounding rock damage degree of the flow-force coupling field according to the damage degree of surrounding rock crack expansion under the seepage effect and the surrounding rock soil damage degree under the flow-force coupling effect;
s4: reducing part of the parameters according to the damage degree of the surrounding rock of the flow-force coupling field to obtain reduced part of parameters;
s5: calculating the damage degree of surrounding rock after the thermal-force coupling field damage according to the partial parameters after the reduction and the damage degree of the surrounding rock of the flow-force coupling field;
s6: obtaining the surrounding rock damage degree under the water-force-heat multi-field coupling effect caused by heat convection according to the surrounding rock damage degree after the heat-force coupling field damage and the flow-force coupling field surrounding rock damage degree;
s7: obtaining the strain increment of the surrounding rock according to the surrounding rock damage degree and the rheological aging model under the water-force-heat multi-field coupling effect caused by heat convection;
s8: according to the strain increment of the surrounding rock, constructing a surrounding rock dynamic damage constitutive model with the strain intensity changing along with the strain increment;
in the step S3, the damage degree D of surrounding rock of the flow-force coupling field w The method comprises the following steps:
D w ＝D 1 +D 2
wherein D is 1 Represents the damage degree of surrounding rock fracture expansion under the action of seepageD 2 Representing the degree of surrounding rock-soil damage under the action of flow-force coupling and +.> Represents the initial porosity of surrounding rock in a nondestructive state, v represents poisson ratio, E s Representing the compression modulus, sigma, of a rock mass i Representing the surrounding rock stress and sigma i (i＝1、2、3)，p w Indicates the osmotic pressure, ++>Represents the internal friction angle, F pk Represents the peak intensity of the rock mass, acr represents the anisotropy coefficient of the rock mass and acr=ln [ E epsilon ] pk /(σ 1 -2vσ 3 )]，ε pk Representing peak strain, E representing the elastic modulus of the rock mass;
in the step S4, the reduced partial parameters include a reduced internal friction angle, a reduced rock mass strength and a reduced cohesive force;
the internal friction angle after the folding is reducedThe method comprises the following steps:
the strength F of the rock mass after the fracture w The method comprises the following steps:
the cohesive force c after the folding w The method comprises the following steps:
c w ＝c(1-D w )
wherein D is w Indicating the extent of damage to the surrounding rock of the flow-force coupling field,represents the internal friction angle, F pk Representing peak rock mass strength, v representing poisson's ratio, σ i Representing the surrounding rock stress and sigma i (i＝1、2、3)，p w Indicates the osmotic pressure, ++>The initial porosity of surrounding rock in a nondestructive state is represented, lambda represents the heat conductivity coefficient of rock mass, h represents the surface heat conductivity coefficient, and c represents cohesive force;
in the step S5, the surrounding rock damage degree D after the thermal-force coupling field damage T The method comprises the following steps:
wherein lambda represents the heat conductivity coefficient of the rock mass, v represents the Poisson's ratio, C p Representing the specific heat capacity of the rock mass, F w Representing the bookStrength of the rock mass after reduction and sigma i Representing the surrounding rock stress and sigma i (i＝1、2、3)，Represents the internal friction angle after the reduction, c w Represents the cohesion after the reduction, K v Representing the rock mass integrity coefficient, ctg is the sign of the trigonometric function cotangent and +.>
In the step S6, the degree D of surrounding rock damage under the coupling effect of water-force-heat multiple fields due to heat convection is:
wherein D is w Indicating the damage degree of surrounding rock of the flow-force coupling field, D T Indicating the degree of surrounding rock damage after thermal-force coupling field damage, e αT Indicating that h represents the surface heat transfer coefficient, p w The pressure of the seepage is expressed,representing the initial porosity of surrounding rock in a nondestructive state;
in the step S7, the strain increment epsilon of the surrounding rock t The method comprises the following steps:
wherein ε 1 Is the plastic strain increment along the direction of the minimum principal stress andε 2 is the plastic strain increment along the direction of the maximum principal stress and +.>I 1 A first invariant representing a stress tensor; j (J) 2 A second invariant representing stress deflection, t representing time from tunnel excavation unloading, E representing elastic modulus of rock mass, D representing damage degree of surrounding rock under water-force-heat multi-field coupling effect due to heat convection, v representing poisson ratio;
in the step S8, the surrounding rock dynamic damage constitutive model includes a dynamic damaged rock elastic modulus, a dynamic damaged cohesive force and a dynamic damaged internal friction angle;
elastic modulus E of the dynamically damaged rock mass t The method comprises the following steps:
cohesive force c of the dynamic injury t The method comprises the following steps:
the internal friction angle of the dynamic damage is as follows:
wherein sigma i Representing the surrounding rock stress and sigma i (i=1, 2, 3), v denotes poisson's ratio, D denotes the degree of surrounding rock damage due to the water-force-heat multi-field coupling caused by heat convection, epsilon t Represents the strain increment of the surrounding rock, and E represents the elastic modulus of the rock mass.
2. The method for constructing a dynamic damage constitutive model of surrounding rock mechanical properties according to claim 1, wherein in the step S1, each parameter of the surrounding rock properties includes:
compression modulus E of rock mass s In a lossless stateInitial porosity of surrounding rockPoisson ratio v, osmotic pressure p w Stress sigma of surrounding rock i (i=1, 2, 3), rock mass peak intensity F pk Peak strain epsilon pk Angle of internal friction->Rock anisotropy coefficient acr, rock thermal conductivity coefficient lambda, surface heat transfer coefficient h and specific heat capacity C of rock p And cohesion c.
3. The method for constructing a dynamic damage constitutive model of surrounding rock mechanical properties according to claim 1, wherein in the step S2, the damage degree D of surrounding rock fracture expansion under the action of seepage is 1 The method comprises the following steps:
wherein,represents the initial porosity of surrounding rock in a nondestructive state, v represents poisson ratio, E s Representing the compression modulus, sigma, of a rock mass i Representing the surrounding rock stress and sigma i (i＝1、2、3)，p w Indicating the osmotic pressure.
4. The method for constructing a dynamic damage constitutive model of surrounding rock mechanical properties according to claim 1, wherein in the step S2, the degree D of surrounding rock-soil damage is determined by the flow-force coupling 2 The method comprises the following steps:
wherein,represents the internal friction angle, sigma i Representing the surrounding rock stress and sigma i (i＝1、2、3)，F pk Represents the peak intensity of the rock mass, acr represents the anisotropy coefficient of the rock mass and acr=ln [ E epsilon ] pk /(σ 1 -2vσ 3 )]，ε pk Represents peak strain, v represents poisson's ratio, E represents elastic modulus of rock mass, p w Indicating the osmotic pressure.
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